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49 BUFFUM STREET - BUILDING JACKET 49 'BUFFUM STREET I , I �111__ I- _J7 17/17/1P.(dCG p No. 153L HASTINGS. MN LOS ANGELES-CHICAGO-LOGAN.ON MCGREGOR.T%-LOCUST GROVE.GA V 9.A. JOB- McCUEN RESIDENCE 4:9 BUFFAM S_T" SAIF MA RONALD S. FULLER, P. E. SHEET No. 1 OF`�--�� Consulting Engineer CALCULATED BY RSF - :DATE 10/3/88 CHECKED BY DATE LINTEL` DL=9.5X10= 95 .. SPAN 9'-4° �: Er ..u. V .. '.T . y LL=9.5X30=285 we Job Name; Beam Mrks. LINTEL 6 x 7..6 1 .805 kips 1 . 805 kips I I <----------------> Span( ft) _ .9 . 5 Both ends pinned RONALD n4. ---- ----- --------- S. o FULLER ...,,_ ...:... ...._ SUMMARY OF BEAM LOADS ". No.19550 ....... .. ----------------------- y . A :........ .. ...-. ... UNIFORM LOAD OVER FULL SPAN: NA Dead N� Dead Load = 95 psf Live Load 285 psf OC- Spacn.g.._= 1 :fti _ ------------------- --- ----- WOOD BEAM mm DESIGN CRITERIA BEAM SIZE 6 z . 7 . 5 I 'Allowable Bending ,psi : Fb = 1150 Bending stress: +M fb = 915 psi. 2--_Al.lowable_Shear ,. psi : Fv = 75 ... _ for -+M = 4 . 29 Ic-£t:---- 3 .. Mod of Easticity, 'psi : ;E = 1400000 -M fb = 0 psi 4 . Duration of load factor 1 for =M = O :k—ft 5 .._Live :Load:._.Deflection < ,L / 360:.. _ 6 . D+L Load: Deflection < L / 240` Shear stress : fv 54 psi 7......-Unbraced top....edge for .V - 1.. 6;2 kips ;....... I........in region ..of....+M ( f.t.) : .._-Lu = 0 ..:. 8 Unbraced .bottom edge Dead: Load Deflection = . 05:9 in in region of -M '(ft ) : Lu = 0 Live Load Deflection = . 177 in...... 9 ... Eff ..s-pan lgth ratio: le-/.lu= 1 . 92. = L/ . 644 0 Allowed overstx•ess (%) /100= :01', D+L Load Deflection = . 23,6 in = I :" Exact Beam ( in) `-WIDTH : b = 6 L/. 483 ...Allowable.. bending stress : for +M: F'b = 1150 psi . : for...._M: F.,'b =. 1I50 psi.....:......: e.FORM 204 Ava]Uble Iron: 8 i c Townsend.Mass 01470